A bridge deck connection structure based on separation design, a simply supported beam bridge and a construction method

Abstract

The present invention relates to the technical field of design and construction of continuous simply supported beam bridges on bridge decks, and in particular to a bridge deck connection structure, a simply supported beam bridge and a construction method based on a separated design. Based on the idea of ​​avoiding wearing parts on the driving surface, the present invention separately designs the bridge deck connection structure of the simply supported beam, and designs the bridge deck rigid connection structure as the horizontal force transmission component of the simply supported beam and the bridge deck simply supported arch structure as the structural seam transition component of the simply supported beam, so as to divide and conquer the various forces between the simply supported beams. The bridge deck rigid connection structure is rigidly connected to the bridge deck of the main beams on both sides, and there is no steel bar connection between the bridge deck simply supported arch structure and the main beams on both sides and the cast-in-place leveling layer. A vertical pull rod with pre-tension is also provided between the bridge deck simply supported arch structure and the bridge deck rigid connection structure. Compared with the prior art, the present invention is a new type of bridge deck connection structure, a simply supported beam bridge and a construction method that are safer, more economical, more practical, more durable and more reliable, and can be widely used in various types of highways and municipal bridges.

Description

Technical Field

[0001] The present invention relates to the technical field of design and construction of continuous simply supported beam bridges, and in particular to a bridge deck connection structure based on separation design, a simply supported beam bridge and a construction method. Background Art

[0002] In theory, a simply supported beam bridge with expansion joints at each pier top (referred to as a fully expanded simply supported beam bridge) is the most economical bridge type for the assembly construction of small and medium span bridges on various types of urban roads and highways of various grades because it has a faster construction speed and lower engineering cost than a continuous beam bridge. However, in reality, the number of expansion joints in a fully expanded simply supported beam bridge is 2 to 3 times that of a continuous beam bridge. When driving at high speed, vehicles are prone to jumping at the expansion joints, which seriously affects driving smoothness. Moreover, the expansion joint is the most vulnerable component in bridge engineering, and its cleaning cycle is calculated on a monthly basis. The actual service life is often as low as 2 to 3 years. Therefore, the frequent maintenance required for the expansion joints significantly reduces the road's traffic performance.

[0003] In order to reduce the number of expansion joints in simply supported beam bridges with full expansion joints, simply supported beam bridges with continuous decks came into being. Figure 7 The general structure of a continuous simply supported beam bridge is that a "bridge deck continuous structure" with a length of L9 is arranged in the cast-in-place leveling layer 33 on the top surface of the structural joint 32 between the first and second main beams (including T beams, small box beams, full-span large box beams, steel-concrete composite beams, etc.), which is rigidly connected to the two adjacent spans of simply supported main beams, an asphalt thin layer covered with plastic film 331 is arranged below it, a 2-3 cm deep gap 333 is sawed on the top surface in the longitudinal direction of the bridge and then filled with asphalt mastic, and the leveling layer steel bars 332 in the cast-in-place leveling layer 33 are connected within the range of the "bridge deck continuous structure". Since the thickness of the "bridge deck continuous structure" is generally consistent with the cast-in-place leveling layer, the cross-sectional bending stiffness at the structural joint is much lower than that of the adjacent simply supported main beam. Therefore, in theory, the continuous simply supported beam bridge on the bridge deck has horizontal deformation and force transmission performance close to that of a continuous beam bridge, as well as smooth driving performance at the pier top. However, it does not produce excessive negative bending moment at the pier top like a continuous beam bridge, which requires a large number of prestressed tendons to resist. The continuous structure of the bridge deck only needs to be designed with reinforcement according to ordinary reinforced concrete components to meet the specification verification requirements. However, in fact, many years of use experience have proved that with Figure 7 The actual performance of the existing bridge deck continuous technology represented by is very different from the theoretical one. Its durability, waterproofness, driving smoothness and seismic resistance are much lower than those of the continuous beam bridge. The performance disadvantages of the existing continuous simply supported beam bridge in the operation stage have exceeded the construction period and cost advantages, resulting in the technology being gradually eliminated in most small and medium span prefabricated bridges. Currently, it is only used in a few inclined, curved, widened or special-shaped bridges.

[0004] The reason is that the existing continuous simply supported beam bridges (including the authorized invention patents CN201110000647, CN201210588176, CN201510060304, CN201911383159, CN202110271685, etc.) are always limited to resisting or reducing the influence of the beam end corner at the continuous structure of the bridge deck, which makes it difficult to avoid the following four significant problems:

[0005] The first is durability: during the use phase, the bridge needs to withstand vertical loads such as the gravity of cars and people, horizontal loads such as overall temperature rise and fall and braking force, local effects such as wheel impact and gradient temperature rise and fall, horizontal and vertical forced displacements such as soil displacement and uneven settlement of bridge piers, vertical dislocation deformation caused by asynchronous elastic compression of rubber bearings, and horizontal and vertical seismic forces. These loads and deformations will be transmitted to the continuous structure of the bridge deck, causing cracks in the reinforced concrete structure there. At the moment when concrete cracks appear, they often tear the adjacent bridge deck waterproof layer and a certain thickness of asphalt layer, and the asphalt material itself may have gaps that allow rainwater and sewage to penetrate and erode the continuous steel bars of the bridge deck at the cracks. Especially for Figure 8 In the diagram of the beam end rotation angle after the main beam deflects downward, the main beam deflects downward under various effects, and the beam end rotation angle θ is transmitted to the continuous structure of the bridge deck. The upper edge of the beam end will produce an upward warp value of △z1, and a horizontal compression value of △x1. Although the internal force at the upper edge of the continuous structure of the bridge deck is small, the stress is still far greater than the tensile strength of the concrete, so the following will definitely occur at this place. Fig. 9 The cracks in the concrete at the cracks are weakened due to cracking and internal micro-damage. The structure at this location directly bears the repeated impact and collision of wheel loads, which results in stress concentration. The addition of other local effects such as temperature will cause the cracks to further develop and expand, exceeding the specification limit and even breaking, and then reflecting to the upper waterproof layer and asphalt pavement, causing fatigue cracking of the road surface. This situation cannot be quantitatively calculated and predicted by existing specifications, theories and experimental research institutes, and is also the fundamental reason why the bridge deck has not been able to solve its stubborn problems after years of continuous application of bridge deck technology. In addition, in more unfavorable situations, such as Fig.10 When the bridge piers settle unevenly, cracks will appear at the lower edge of the continuous structure of the bridge deck. When the cracks at the upper and lower edges penetrate each other, the process of damage to the continuous structure of the bridge deck will be accelerated more significantly. Especially under the effect of overall cooling, the continuous structure of the bridge deck is subjected to axial tension, and its cracks may increase without restriction. In actual operation, some bridges even have obvious cracks in the continuous part of the bridge deck less than one year after opening to traffic. Therefore, compared with continuous beam bridges, the existence of negative bending moment prestressed tendons ensures that the bridge deck at the pier top is not easy to crack, and the durability of existing continuous simple supported beam bridges is significantly lower than that of continuous beam bridges.

[0006] The second is waterproofness: after the above-mentioned durability problems occur, rainwater and sewage on the bridge deck will directly penetrate into the cracks in the continuous structure of the bridge deck, causing a large number of stressed steel bars to rust and expand, further aggravating the development of cracks and further reducing durability. After the through cracks are formed, rainwater and sewage will directly penetrate and flow into the pier cap beam and bearings below, making the waterproofness of the existing bridge deck continuous simply supported beam bridge significantly lower than that of the continuous beam bridge.

[0007] The third is driving smoothness: after the above-mentioned durability and waterproof problems occur, the asphalt pavement at the continuous structure of the bridge deck will have serious problems such as cracking, gnawing, potholes and damage, and the jumping phenomenon will be more serious than the expansion joints, which will endanger driving safety when the car is driving at high speed. It was found in actual operation that if it is not repaired in time, the situation of "jumping everywhere" will occur, but the difficulty of repairing and replacing the continuous structure of the bridge deck is significantly higher than that of the expansion joints, which also seriously affects the traffic performance of this type of bridge. Therefore, the driving smoothness of the continuous simply supported beam bridge after long-term operation cannot be guaranteed at the technical level, and can only be improved by strengthening management and maintenance. This is its fundamental disadvantage compared with the continuous beam bridge.

[0008] Fourth, seismic performance: the continuous structure of the bridge deck should reduce its vertical bending stiffness as much as possible to share as little bending moment as possible generated by the main beam under vertical load. However, the reduction of vertical bending stiffness will lead to a weakening of its seismic performance under the action of vertical seismic force. In the existing technology, the continuous structure of the bridge deck with the same thickness as the cast-in-place leveling layer has too low vertical bending stiffness and is difficult to ensure the seismic performance of the full bridge. Therefore, it is necessary to set up more and expensive seismic isolation bearings or other measures to enhance seismic resistance. This situation partially offsets the original cost advantage of the continuous simple supported beam bridge of the bridge deck, resulting in its low economic applicability in areas with high seismic requirements. Therefore, compared with the continuous beam bridge, which improves the integrity and seismic performance of the full bridge because the cross section at the pier top adopts wet joints and prestressed beams with the same height as the main beam to achieve rigid connection, the seismic performance of the existing continuous simple supported beam bridge of the bridge deck is significantly lower than that of the continuous beam bridge. Summary of the invention

[0009] In view of the above four problems existing in the prior art, the present invention provides a bridge deck connection structure, a simply supported beam bridge and a construction method based on a separated design. The bridge deck connection structure of the simply supported beam is designed separately based on the idea of ​​keeping wearing parts away from the driving surface. The horizontal force transmission components and structural joint transition components of the continuous simply supported beams of the bridge deck are designed separately, which solves the four major problems of the prior art at the same time and has higher reliability, applicability and economic benefits.

[0010] In order to achieve the above-mentioned object of the invention, the present invention provides the following technical solutions:

[0011] A bridge deck connection structure for a simply supported beam bridge based on a separation design, the bridge deck connection structure is used to connect main beams arranged adjacently along the bridge direction, the bridge deck connection structure is arranged at a structural seam position between a first main beam and a second main beam, the bridge deck connection structure comprises a bridge deck simply supported arch structure and a bridge deck rigid connection structure from top to bottom; the bridge deck rigid connection structure is rigidly connected to the bridge deck of the first main beam and the bridge deck of the second main beam, respectively.

[0012] There is no steel bar connection between the simply supported arch structure of the bridge deck and the main beams on both sides and the cast-in-place leveling layer in the technical solution of the present invention.

[0013] The technical principles and effects of the above invention are as follows: (1) Based on the idea of ​​separation design, the functions that the existing bridge deck continuous structure should bear are divided into two different structures to bear respectively. One is to design a bridge deck rigid connection structure to bear the beam end rotation angle caused by vertical loads such as the gravity of cars and people, horizontal loads such as overall temperature rise and fall and braking force, horizontal and vertical forced displacements such as soil displacement and uneven settlement of bridge piers, and horizontal and vertical seismic forces. The other is to design a bridge deck simply supported arch structure to bear local effects such as wheel impact and gradient temperature rise that may cause stress concentration; (2) Through the above design, even if the bridge deck rigid connection structure has slight cracks due to force majeure, it will avoid the local effects such as wheel impact and gradient temperature rise that may cause stress concentration and will not aggravate the crack development. At the same time, it will not cause pavement damage and affect driving smoothness because it does not directly contact the asphalt pavement layer of the bridge; (3) Through the above design, combined with the partition design of the bridge deck simply supported arch structure and the main beams and cast-in-place leveling layer on both sides without steel bars, the main beams Internal forces will not be transmitted to the simply supported arch structure of the bridge deck, and the upwarping of the beam end caused by the corner deformation of the beam end will not be transmitted to the simply supported arch structure because of the vertical height difference between the bottom surface of the simply supported arch plate and the upper edge of the beam end. In addition, the arch structure has high rigidity and a small proportion of bending moment in its internal force effect, presenting an eccentric or even axial compression stress state, so it is not easy to crack and cracks will only appear at the lower edge of the simply supported arch structure of the bridge deck, will not be directly impacted by wheels, and will not produce cracks through the upper and lower edges, so it will not cause damage to the pavement and affect driving smoothness; (4) Based on the above advantages, the thickness of the bridge deck rigid connection structure can be designed to be thicker than the bridge deck continuous structure of the prior art to further improve the seismic performance without basically affecting the overall durability of the bridge deck connection structure at that location. Therefore, it also has better seismic performance under the action of horizontal and vertical seismic forces. Moreover, the simply supported arch structure of the bridge deck basically does not bear the internal force transmitted from the main beam, so the damage caused by a major earthquake will only occur in the bridge deck rigid connection structure. Therefore, after a severe earthquake occurs, the bridge deck rigid connection structure can be repaired while keeping the bridge deck open to traffic.

[0014] Preferably, the straight-line distance F of the structural seam is ≥16 cm.

[0015] The technical principle and effect of the above invention are as follows: when the dimension F of the structural joint along the bridge direction is ≥16cm, the rigid connection structure of the bridge deck has a certain flexibility to adapt to the angular deformation of the beam end, and it also ensures that there is enough space for personnel to facilitate the construction of the rigid connection structure of the bridge deck and the simply supported arch structure of the bridge deck; at the same time, the total length and calculated span of the main beam are reduced, and the amount of concrete and steel used in the main beam is significantly saved.

[0016] Preferably, a plurality of vertical tie rods are vertically arranged between the simply supported arch structure of the bridge deck and the rigid connection structure of the bridge deck, and the plurality of vertical tie rods are arranged at intervals along the transverse direction of the bridge, and the vertical tie rods are located in the middle of the structural joint.

[0017] Further preferably, the vertical tie rod is in a pre-tensioned state, and its pre-tensioning force acts on the simply supported arch structure of the bridge deck and the rigid connection structure of the bridge deck.

[0018] The technical principle and effect of the above invention content are: by applying tension force to the simply supported arch structure of the bridge deck through vertical tension rods, the simply supported arch structure of the bridge deck can be pressed tightly against the main beam or the cast-in-place leveling layer, thereby achieving a self-sealing waterproof effect and eliminating the need to set up additional waterproof measures. On the other hand, the connection between the simply supported arch structure of the bridge deck and the structures on both sides is increased, thereby avoiding large displacement between the simply supported arch structure of the bridge deck and the structures on both sides under the action of vertical seismic forces.

[0019] Preferably, the vertical pull rod includes a U-shaped anchor bolt, the opening of the U-shaped anchor bolt is arranged downward, the top of the U-shaped anchor bolt is buried between the centroid and the upper edge of the mid-span section of the bridge deck simply supported arch structure, and the bottom of the U-shaped anchor bolt extends out of the bottom surface of the bridge deck rigid structure and is equipped with a nut for tensioning and anchoring.

[0020] The technical principles and effects of the above invention are as follows: (1) The U-shaped anchor bolt has a better anchoring effect. After the U-shaped anchor bolt extends upward from the centroid of the bridge deck simple supported arch structure at the vertical top, it can be ensured that it is located in the compression zone of the bridge deck simple supported arch structure and has sufficient anchoring length; (2) After the U-shaped anchor bolt extends vertically from the bottom end to the bottom surface of the bridge deck rigid structure, it is convenient for construction workers to screw in the nut from the bottom to achieve tensioning and anchoring, thereby avoiding the need for the bolt to be buried in the asphalt pavement layer during upper anchoring, resulting in a sudden change in stiffness at that location, and the asphalt at that location is prone to stress concentration and damage under wheel pressure. It can also avoid the problem of weakening the arch structure at that location and the risk of water leakage when the bolt is buried in the simply supported arch structure.

[0021] Preferably, the portion of the vertical tie rod buried in the bridge deck rigid connection structure is sleeved with a sleeve, the bottom of the sleeve is flush with the bottom surface of the bridge deck rigid connection structure, and the top of the sleeve extends out of the top surface of the bridge deck rigid connection structure.

[0022] Further preferably, the outer diameter of the U-shaped anchor bolt is smaller than the sleeve, and after passing through the sleeve, the tension force is directly transmitted to the simply supported arch structure of the bridge deck and the rigid connection structure of the bridge deck through the nut anchoring.

[0023] The technical principles and effects of the above invention are as follows: (1) In order to realize the transmission of the tension force of the vertical tie rod directly to the simply supported arch structure of the bridge deck and the rigid structure of the bridge deck through the anchoring member, a sleeve is required to avoid the direct bonding between the vertical tie rod and the rigid structure of the bridge deck, thereby affecting the transmission of the tension force, resulting in unclear force on each component and most of the tension force not being transmitted to the simply supported arch structure of the bridge deck; (2) The top surface of the sleeve extends out of the top surface of the rigid structure of the bridge deck, which can prevent the top surface of the rigid structure of the bridge deck from being corroded by water accumulated due to rainwater.

[0024] Preferably, a first groove is provided at the end of the bridge deck of the first main beam, and a second groove is provided at the end of the bridge deck of the second main beam. The simply supported arch structure of the bridge deck is provided in the area between the first groove and the second groove. The simply supported arch structure of the bridge deck comprises a simply supported arch plate, an arch bottom mold and an elastic pad; the arch bottom mold is provided on the bridge deck in the first and second grooves, and the span of the arch bottom mold is L3, where L3 is the distance between the center lines of the supports of the first main beam and the second main beam; the elastic pad is provided in the arch The arch feet on both sides of the arch bottom formwork abut against the bridge deck, the simply supported arched plate is arranged on the top of the arched bottom formwork, the simply supported arched plate is a cast-in-place reinforced concrete structure, the arch feet of the simply supported arched plate abut against the elastic pad, the two sides of the simply supported arched plate are vertical surfaces, and a sealing waterproof layer is arranged between the vertical surface and the vertical side wall of the bridge deck; the sealing waterproof layer is a water-impermeable material and vertically separates the simply supported arched plate and the cast-in-place leveling layer, and the steel bars in the cast-in-place leveling layer are completely buried in the concrete of the cast-in-place leveling layer and do not pass through the sealing waterproof layer. The bottom surface of the simply supported arched plate is a curved surface.

[0025] The technical principles and effects of the above invention are as follows: (1) After the grooves are set at the ends of the bridge deck beams, sufficient space is ensured for setting up the simply supported arched plates; (2) The simply supported arched plates are made of reinforced concrete structures and can be cast in situ simultaneously with the cast-in-situ leveling layer without adding any additional steps, processes or construction period; (3) The elastic pads, arched bottom formwork and sealed waterproof layer separate the simply supported arched plates from the main beams and the cast-in-situ reinforced concrete leveling layer, ensuring that the internal force at the ends of the main beams will not be transmitted to the simply supported arched plates to cause cracks on their upper edges.

[0026] Preferably, the first groove and the second groove respectively include a vertical first surface and a horizontal second surface, and a right-angled internal angle is formed between the first surface and the second surface; the right-angled internal angle has an arc transition surface, the arch foot of the simply supported arch plate is arc-shaped, and the elastic pad is fan-shaped, and the shape of the elastic pad is adapted to the shape of the arc transition surface of the right-angled internal angle.

[0027] The simply supported arch structure of the bridge deck also includes a sliding pad, which is a stainless steel structure. The sliding pad is embedded in the bridge deck, and is arranged at the right-angled inner corner. The sliding pad is in an arc shape and is prefabricated with the first main beam or the second main beam.

[0028] A first contact surface is formed between the elastic pad and the simply supported arch plate, and a second contact surface is formed between the elastic pad and the sliding pad. The friction coefficient of the first contact surface is greater than the friction coefficient of the second contact surface.

[0029] Preferably, the elastic modulus of the arched bottom mold does not exceed 1 / 500 of the elastic modulus of the simply supported arched plate, and the elastic modulus of the elastic pad is greater than the elastic modulus of the arched bottom mold.

[0030] Preferably, the arched bottom mold is made of foam material, the elastic pad is made of polytetrafluoroethylene material, and the sealing waterproof layer is made of asphalt mastic or polyurethane waterproof sealing paste.

[0031] The technical principles and effects of the above invention are as follows: (1) when the contact surfaces between the groove, the arch foot and the elastic pad and the sliding pad are in an arc shape, they can better adapt to the angular deformation of the main beam end, and avoid the large upward warping of the simply supported arch plate caused by the beam end corner; (2) the elastic pad and the simply supported arch plate have an arc-shaped contact surface and the material friction coefficient between the two is greater than the material friction coefficient between the elastic pad and the sliding pad, which can ensure that when the arch foot of the simply supported arch plate is deformed at an angle under the action of load, the elastic pad and the sliding pad are smooth along the stainless steel plate. (3) The elastic pad is generally made of polymer or rubber material, and the arch bottom form is generally made of foam. The elastic modulus of the former is much greater than that of the latter, so the latter basically does not participate in the stress, ensuring that the deformation of the simply supported arch plate is close to that of the double-hinged arch to clarify its stress and reinforcement; (4) The sealing and waterproofing layer is generally made of asphalt mastic or polyurethane waterproofing sealant, which has a very low elastic modulus and a certain fluidity, and can achieve self-compacting and sealing waterproofing when the beam end undergoes angular deformation.

[0032] Preferably, the thickness of the bridge deck where the first groove and the second groove are located is greater than the thickness of the bridge deck in the mid-span section of the main beam, and anti-shear steel bars are embedded in the bridge deck, and the anti-shear steel bars are arranged at a position obliquely below the sliding pad.

[0033] The technical principle and effect of the above invention are: because the load concentration on the bridge deck at the arch foot of the simply supported arch slab is relatively large, the thickness of the bridge deck at the groove needs to be greater than the thickness of the bridge deck at the mid-span section of the main beam, and shear-resistant steel bars need to be provided.

[0034] Preferably, the vertical height of the bridge deck simply supported arch structure is greater than the depth of the first groove or the second groove, and a cast-in-place leveling layer is provided on the top surface of the bridge deck, and the top surface of the cast-in-place leveling layer is flush with the top surface of the bridge deck simply supported arch structure.

[0035] Preferably, the depth of the first groove is H 41 , the depth of the second groove is H 42 The thickness of the cast-in-place leveling layer is H 33 , the height of the simply supported arch structure of the bridge deck is (H 41 or H 42 )+H 33 .

[0036] Preferably, the top surface of the bridge deck is also provided with a bridge deck waterproof layer and an asphalt paving layer, and an isolation film is provided between the asphalt paving layer and the top surface of the simply supported arched plate.

[0037] Further preferably, the isolation film is made of a chloroprene rubber sheet, the area of ​​the isolation film is consistent with the surface area of ​​the top surface of the simply supported arch plate, and the isolation film is laid after the material of the simply supported arch plate hardens and can slide on the top surface of the simply supported arch plate.

[0038] The technical principle and effect of the above invention are as follows: after cracks appear in the rigid structure of the bridge deck, the asphalt pavement layer near the structural joint will be deformed accordingly, and the simply supported arch plate can be separated from the asphalt pavement layer by an isolation film, thereby dispersing the deformation to all asphalt pavements within the range of the simply supported arch plate, thereby greatly reducing the strain caused by the deformation and avoiding the problem that the deformation is only transmitted to the local asphalt pavements on both sides of the simply supported arch plate, resulting in large and concentrated stress.

[0039] Preferably, the top surface of the sealing waterproof layer is provided with a stainless steel plate, and the longitudinal dimension L of the stainless steel plate is 452 Not less than 3 times the dimension of the sealing waterproof layer along the bridge.

[0040] Preferably, before applying the sealing and waterproof layer, partition boards (generally thin aluminum plates or plastic plates) can be pre-buried, taken out after the cast-in-place concrete of the cast-in-place leveling layer and the simply supported arched plate initially sets, and then filled with the sealing and waterproof layer.

[0041] The technical principle and effect of the above invention content are as follows: after the stainless steel plate is placed on the top surface of the simply supported arch plate and the top surface of the cast-in-place leveling layer, it will be bonded to the subsequently poured asphalt pavement layer as a whole, which can effectively disperse the concentrated stress generated when a slight upward warping occurs at the sealing and waterproof layer, and avoid the asphalt pavement layer and the cast-in-place leveling layer from being squeezed and collided with the sharp corners and cracked, and at the same time, it also plays a role in supporting the asphalt pavement layer at the sealing and waterproof layer and avoiding its cracking.

[0042] Preferably, the bridge deck rigid connection structure is arranged between structural joints, and the end faces of the bridge deck rigid connection structure coincide with the outer contours of the end faces of the bridge decks of the first main beam and the second main beam respectively. The bridge deck rigid connection structure includes a post-cast concrete slab and embedded steel bars embedded in the post-cast concrete slab. Several groups of embedded steel bars are arranged at intervals along the transverse direction of the main beam. Each group of the embedded steel bars includes a first steel bar and a second steel bar of the same structure. The first steel bar is arranged in the bridge deck of the first main beam, and the second steel bar is arranged in the bridge deck of the second main beam.

[0043] Preferably, the first steel bar and the second steel bar are both U-shaped structures, the open end of the first steel bar is embedded in the first main beam, and the closed end of the first steel bar is embedded in the post-cast concrete slab. The first steel bar and the second steel bar that are relatively arranged are connected by connecting steel bars, and the net distance between the bottom surface of the rigid structure of the bridge deck and the top surface of the bridge lower structure is not less than 60 cm.

[0044] The technical principles and effects of the above invention are as follows: (1) The rigid connection structure of the bridge deck is a cast-in-place reinforced concrete structure and is not far from the bridge deck in the vertical direction. The steel bar connection work can be completed by the construction workers standing directly on the bridge deck, and can be cast in-place at the same time as the cast-in-place leveling layer, without adding additional procedures, processes and construction period; (2) The end faces of the rigid connection structure of the bridge deck coincide with the outer contour of the end faces of the main beam bridge deck on the side, and can form a continuous through structure with the bridge decks on both sides, preventing a small amount of infiltrated water from invading the lower structure; (3) The vertical position of the rigid connection structure of the bridge deck is relatively Compared with the prior art, the continuous bridge deck structure set at the cast-in-place leveling layer is lower, so the horizontal deformation, strain and stress, and crack width of the bridge deck rigid structure under the action of the beam end rotation are smaller, and the bridge deck rigid structure can be designed to be thicker and thus have better seismic performance; (4) The bottom surface of the bridge deck rigid structure is not less than 60 cm from the top surface of the bridge lower structure, which can facilitate construction personnel to enter the bottom of the bridge deck rigid structure to carry out tensioning and anchoring operations of the vertical tie rods and later inspection and maintenance of various components at the structural joints.

[0045] A continuous simply supported beam bridge with a deck based on a separation design comprises N bridge piers arranged at intervals, N-1 prefabricated main beams are erected on the N bridge piers, and the aforementioned simply supported beam bridge deck connection structure is arranged between the adjacent prefabricated main beams along the bridge direction.

[0046] Preferably, the main beam includes a bridge deck, a web is provided at the lower portion of the bridge deck, end cross beams are provided at both ends of the main beam, and the embedded steel bars extend along the direction of the bridge into the range of the bridge deck having an overlapping surface with the end cross beams.

[0047] The technical principle and effect of the above invention content are: the bridge deck rigid connection structure is connected to the bridge deck, web and end beam as a whole through embedded steel bars and connecting steel bars, and has a better force dispersion effect under the local action of vehicle loads.

[0048] A construction method for a continuous simply supported beam bridge with a bridge deck based on a separation design comprises the following steps:

[0049] Step 1: construct a prefabricated structure on the completed bridge piers and supports according to the construction design drawing. During the prefabrication of the main beam, a groove for installing a simply supported arch structure of the bridge deck is provided at the end thereof. A sliding pad and an elastic pad are provided in the groove, and embedded steel bars are provided at the end of the bridge deck.

[0050] Step 2: Build the formwork, install the connecting steel bars between the relative embedded steel bars, place the U-shaped anchor bolts and sleeves of the vertical tie rods, and then pour the concrete to form a post-cast concrete slab after initial setting;

[0051] Step 3, pre-embed a partition board on the first surface of the groove, place an arched bottom mold above the post-cast concrete slab, and then cast the simply supported arched slab and the cast-in-place leveling layer. After the concrete is initially set, take out the partition board and fill in the sealing waterproof layer;

[0052] Step 4, covering the top surface of the simply supported arched plate with an isolation film, and covering the top surface of the sealing waterproof layer with a stainless steel plate;

[0053] Step 5: After the curing of the simply supported arch slab and the post-cast concrete slab is completed, the construction personnel enter the bottom of the post-cast concrete slab and screw in the nuts to achieve tensioning and anchoring of the vertical tie rods;

[0054] Step 6: integrally construct the bridge deck waterproofing layer and asphalt pavement layer on the top surface of the cast-in-place leveling layer, thus completing the construction of the continuous simply supported beam bridge on the bridge deck.

[0055] The technical principles and effects of the above invention are as follows: (1) By adopting the construction method of the present invention, the rigid joint structure of the bridge deck can directly complete the steel bar connection operation on the top surface of the main beam. After the structure is cast in situ using a hanging formwork, the bottom hanging formwork can be directly poked down to the top of the lower structure. Due to the small height difference, the hanging formwork will not be damaged and can still be recovered and reused; (2) There is enough space at the structural joint for construction personnel to enter, forming a natural working platform with the lower structure and providing sufficient convenience for the casting of the end cross beam wet joint and the tensioning and anchoring of the vertical tie rod; (3) The simply supported arch structure of the bridge deck and the cast-in-situ leveling layer are constructed at the same time without adding additional procedures, processes and construction period; (4) Compared with continuous beam bridges, the two time-consuming procedures of tensioning the negative bending moment beam at the pier top and the large number of intensive steel bar connection operations in the narrow space at the pier top wet joint are omitted, which greatly reduces the construction difficulty, saves construction measures and shortens the construction period.

[0056] An optimization design method for a continuous simply supported beam bridge with a deck based on separation design comprises the following steps:

[0057] S1. According to the dimensions of the lower structure along the bridge and the plane requirements of the 121 bearing arrangement, determine the maximum value of the straight-line distance F of the structural joint. max , and further obtained the maximum distance L3 between the center lines of the first and second main beams, and the calculated spans of the first and second main beams are L 10 , L 20 ;

[0058] S2, based on the calculated span L of the first main beam 10 The beam height H0 is proposed based on design experience. The prestressed beam configuration is obtained after modeling the simply supported beam and applying the design load. At the same time, the maximum rotation angle of the beam end is calculated as θ1. The 10 cm above the upper edge of the uppermost prestressed beam anchor plate is taken as the provisional upper edge line A1 of the bridge deck end surface. The vertical distance between the provisional upper edge line A1 of the bridge deck end surface and the bottom surface of the cast-in-place leveling layer is H. 41 ; Similarly, the vertical distance between the provisional upper edge line A2 of the second main beam bridge deck end surface and the bottom surface of the cast-in-place leveling layer is H 42 and the maximum rotation angle at the beam end is θ2, take H 41 With H 42 The smaller of the two is the temporary upper edge line corresponding to the final upper edge line A4 of the first main beam and the second main beam bridge deck, and H 43 =min(H 41 ,H 42 );

[0059] S3. Take the intersection of the cross-sectional plane at the center line of the first main beam support and the horizontal plane passing through the upper edge line A4 of the bridge deck end surface as the theoretical arch foot line B1. Similarly, take the intersection of the cross-sectional plane at the center line of the second main beam support and the horizontal plane passing through the upper edge line A4 of the bridge deck end surface as the theoretical arch foot line B2. The horizontal distance between B1 and B2 is the calculated span L4 of the simply supported arch slab. Let L4 = L3. At this time, the deformation of the simply supported arch slab is minimally affected by the rotation angle of the main beam ends on both sides.

[0060] S4. Define the arch axis of the simply supported arch slab as a parabola and the top surface of the slab flush with the cast-in-place leveling layer. Define the total width of the bridge deck in the transverse direction as W, the thickness of the mid-span section of the simply supported arch slab as H4, and the thickness of the cast-in-place leveling layer as H. 33 , then the theoretical arch height of the simply supported arch plate is H f =(H 33 +H 43 )-H4, assuming that a unit concentrated force P=1 acts on the mid-span section and the arch feet on both sides are constrained by fixed hinge supports, the horizontal and vertical reaction forces at the theoretical arch foot line B1 are calculated by the force method of structural mechanics as V x 、V z , then the bending moment of the mid-span section of the simply supported arched plate is M4 = V z *L4 / 2-V x *H f , the tensile stress at the lower edge of the mid-span section is σ4 + =M4 / (W*H4 2 / 6), the method of finding the extreme value of the function is used to solve the problem of making σ4 + The minimized H4 is denoted as H 44 , which is the optimal mid-span section thickness of the simply supported arched slab;

[0061] S5. The contact area between the arch foot of the simply supported arch plate and the elastic pad is S = W*π*R4 / 2, R4 is the radius of the arc of the arch foot, and the total tension force of the vertical tie rod is defined as N, then the compressive stress of the elastic pad is σ3 ﹣ =N / (V z / (V x 2 +V z 2 ) 0.5 ) / S, according to the design requirements of the waterproof level, use σ3 ﹣ Take a required value in the range of [-2,-0.1]MPa and substitute it into the above formula to determine the corresponding actual tension force N of the vertical tie rod. + ;

[0062] S6, N + , θ1 and θ2 are applied to the mid-span, left end and right end of the two-end consolidated beam with equal cross-section and width W and height H5, respectively, and the most unfavorable positive and negative bending moments under the bearing capacity combination are obtained, respectively.51 、M 52 , then the corresponding most unfavorable tensile stresses are σ 51 + =M 51 / (W*H5 2 / 6)、σ 52 + =M 52 / (W*H5 2 / 6), mathematical programming method is used to solve the min(σ 51 + ,σ 52 + ) minimized H5 and recorded as H 55 , which is the optimal thickness of the bridge deck rigid connection structure;

[0063] S7. Complete the design and reinforcement of the remaining bridge components according to the basic principles of concrete structure design and conventional methods.

[0064] The technical principles and effects of the above invention are as follows: (1) The simply supported arch plate is limited by the design requirements of other bridge components and can only be arranged within the range below the bottom surface of the asphalt pavement layer and above the top surface of the bridge deck at the beam end. When the thickness of the mid-span section of the simply supported arch plate increases, the rise-span ratio will decrease, thereby increasing the bending moment of the mid-span section under the action of the concentrated load at the mid-span. However, when the thickness of the mid-span section of the simply supported arch plate increases, the stresses of the upper and lower edges of the section under the action of the unit bending moment will decrease. Therefore, there must be a comprehensive optimal value for the thickness of the mid-span section of the simply supported arch plate to minimize the tensile stress of the mid-span section under the action of the concentrated load at the mid-span. The above invention provides a method for determining the optimal thickness of the mid-span section of the simply supported arch plate based on mechanical analysis and formula derivation. (2) The present invention makes the stress form of the simply supported arch plate close to that of the double-hinged arch through the detailed structural design of the arch foot and arch side. Therefore, a clear mechanical analytical formula between the compressive stress of the elastic pad and the tension force of the vertical tie rod can be established to ensure that the tension of the vertical tie rod is The force is effectively and accurately transmitted to the elastic pad to generate the required compressive stress, thereby achieving the self-sealing and waterproof effect at the arch foot. The above invention content provides a method for determining the tension force of the vertical tie rod based on mechanical analysis and formula derivation; (3) When the cross-sectional thickness of the bridge deck rigid structure increases, its vertical bending stiffness will increase, thereby increasing the bending moment at both ends and the mid-span of the bridge deck rigid structure under the forced deformation of the beam end angle. However, when the cross-sectional thickness of the bridge deck rigid structure increases, the stress at the upper and lower edges of the cross-sectional area under the unit bending moment is reduced. Therefore, there must be a comprehensive optimal "bridge deck rigid structure cross-sectional thickness value" to minimize the tensile stress at both ends and the mid-span cross-sectional area under the action of the beam end angle and the vertical tie rod tension force. The above invention content provides a method for determining the optimal thickness of the bridge deck rigid structure cross-sectional area based on mechanical analysis and formula derivation; (4) When the arch foot is set at the center line of the main beam support, the simply supported arch plate is least affected by the deformation of the beam end angle of the main beams on both sides.

[0065] Compared with the conventional continuous simply supported beam bridge, the beneficial effects of the present invention are summarized as follows:

[0066] 1. Higher durability: Based on the idea of ​​keeping wearing parts away from the driving surface, the present invention separates the design of the bridge deck connection structure of the simply supported beam, and designs the bridge deck rigid connection structure as the horizontal force transmission component of the continuous simply supported beam of the bridge deck, and the bridge deck simply supported arch structure as the structural seam transition component of the continuous simply supported beam of the bridge deck, so as to divide and conquer the various forces between the simply supported beams; the bridge deck rigid connection structure is used as a wearing part to transmit horizontal loads such as overall heating and cooling and braking force, and bear the damage caused by the rotation angle of the beam end caused by vertical loads such as the gravity of cars and people. Even if cracks are generated, they will not be aggravated because they avoid local effects such as wheel impact and gradient heating and cooling that may cause stress concentration; the bridge deck simply supported arch structure is used as a wearing part to transmit horizontal loads such as overall heating and cooling and braking force, and bear the damage caused by the rotation angle of the beam end caused by vertical loads such as the gravity of cars and people. Even if cracks are generated, they will avoid local effects such as wheel impact and gradient heating and cooling that may cause stress concentration, and will not aggravate the development of cracks; The supported arch structure acts as a structural joint transition member to bear local loads such as wheel impact. Since the simply supported arch plate is separated from the main beams and the cast-in-place leveling layer on both sides, the upturned beam ends caused by the corner deformation of the beam ends will not be transmitted to the simply supported arch structure due to the vertical height difference between the bottom surface of the simply supported arch plate and the top edge of the beam ends. Therefore, the internal force of the main beam will not be transmitted to the simply supported arch structure of the bridge deck. In addition, the arch structure has high stiffness and produces small bending moment. It is an eccentric or even close to axial compression stress state, which is not easy to crack and cracks will only appear at the lower edge of the simply supported arch plate. It will not be directly hit by wheels and will not produce cracks through the upper and lower edges. In summary, the durability of the present invention is significantly higher than that of the continuous simply supported beam bridge on the bridge deck of the prior art.

[0067] 2. Better waterproofness: The present invention realizes a self-sealing waterproof effect by using vertical tension rods to make the arch foot of the simply supported arch structure of the bridge deck press against the main beams on both sides. Even if a little moisture penetrates into the sealed waterproof layer, it will not flow further into the lower structure. The concrete structure at the arch foot is in a hinged and mutually squeezed stress state, and there is no tensile stress on its water-facing surface, which does not affect the durability of the concrete structure. In summary, the waterproofness of the present invention is significantly higher than that of the continuous simply supported beam bridge of the prior art.

[0068] 3. More reliable driving smoothness: The present invention ensures the durability and waterproofness of various structures at the structural joints during their service life through the coordinated design of the bridge deck simply supported arch structure, the bridge deck rigid connection structure and the vertical tie rods. Because the bridge deck rigid connection structure as a vulnerable part does not directly contact the asphalt pavement layer, and the bridge deck simply supported arch structure directly adjacent to the asphalt pavement layer as a structural joint transition member will only produce cracks on the bottom surface, and the cracks will not be directly impacted by the wheels. Therefore, it is not easy for the asphalt pavement layer to be damaged at the structural joints and affect the driving smoothness, thereby fully guaranteeing the driving comfort and safety after the bridge has been in operation for a long time at the technical level. In summary, the driving smoothness of the present invention is significantly more reliable than that of the bridge deck continuous simply supported beam bridge in the prior art.

[0069] 4. Stronger seismic resistance: The thickness of the rigid connection structure of the bridge deck in the present invention can be designed to be thicker than the continuous structure of the bridge deck in the prior art to further improve the seismic resistance without substantially affecting the overall durability of the bridge deck connection structure there. Therefore, it also has better seismic resistance under the action of horizontal and vertical seismic forces. At the same time, damage caused by a large earthquake will only occur in the rigid connection structure of the bridge deck and not in the simply supported arch structure of the bridge deck. Therefore, the rigid connection structure of the bridge deck can be repaired while keeping the bridge deck open to traffic. In summary, the seismic resistance of the present invention is significantly stronger than that of the continuous simply supported beam bridge of the prior art.

[0070] 5. Better economic benefits: The dimensions of the structural joints along the bridge in the present invention can be designed to be significantly larger than those in the prior art, thereby reducing the total length and calculated span of the main beam, significantly saving the amount of concrete and steel used in the main beam, and saving the direct construction cost of the bridge; at the same time, the present invention greatly reduces the structural damage at the structural joints and the resulting frequent inspection and maintenance of the bridge deck pavement, and can complete the inspection directly under the rigid structure of the bridge deck without interrupting traffic, saving the indirect operating costs of the bridge; in summary, the economic benefits of the present invention are significantly better than those of the prior art continuous simply supported beam bridges.

[0071] Furthermore, compared with the continuous beam bridge in the prior art, the present invention has the following beneficial effects:

[0072] 1. Faster construction speed: The simply supported beam bridge of the present invention eliminates the two time-consuming processes of tensioning the negative bending moment tendons on the pier top and connecting a large number of dense steel bars in the limited space at the wet joint on the pier top, which greatly reduces the construction difficulty and saves the construction period. Therefore, it has a faster construction speed than the continuous beam bridge.

[0073] 2. Lower construction costs: The simply supported beam bridge adopting the present invention has clear forces, and fully retains the cost advantages of conventional simply supported beam bridges compared to continuous beam bridges, including a significant reduction in the total amount of steel bars and concrete with a slight increase in steel bundles. There is no need to reserve negative bending moment bundle teeth and notches, which saves the cost of prefabricated molds. At the same time, the tensioning of the negative bending moment bundle on the pier top and the significant reduction in the on-site work at the pier top wet joint also significantly save the direct construction measures. Cost, so it has lower construction costs than continuous beam bridges.

[0074] 3. Better social and environmental benefits: The simply supported beam bridge of the present invention shortens the construction period, thereby reducing the interference to the existing traffic under the bridge and the nearby residents, and is more suitable for the construction environment and construction requirements of prefabricated bridges. Therefore, it has better social and environmental benefits than continuous beam bridges.

[0075] In summary, the present invention is a new type of bridge deck connection structure, simply supported beam bridge and construction method that is safer, more economical, practical, durable and reliable than the prior art, and can be widely used in various types of highways and municipal bridges. BRIEF DESCRIPTION OF THE DRAWINGS

[0076] Figure 1 It is an elevation view along the bridge direction of the bridge deck connection structure of the simply supported beam bridge based on the separation design in the present invention;

[0077] Figure 2 It is a cross-sectional view of the AA surface of the bridge deck connection structure of the simply supported beam bridge based on the separation design in the present invention;

[0078] Figure 3 It is a BB-surface cross-sectional view of the bridge deck connection structure of a simply supported beam bridge based on separation design in the present invention;

[0079] Figure 4 It is a cross-sectional view of the CC plane of the bridge deck connection structure of the simply supported beam bridge based on the separation design in the present invention;

[0080] Figure 5 It is a structural schematic diagram of a continuous simply supported beam bridge on a deck based on a separation design in the present invention;

[0081] Figure 6 It is a process schematic diagram of the construction method of the present invention; (a is a state diagram of construction step 1, b is a state diagram of construction step 2, c is a state diagram of construction step 3, d is a state diagram of construction step 4, and e is a state diagram of construction step 5).

[0082] Figure 7 It is a schematic diagram of the vertical elevation along the bridge direction of the existing continuous simply supported beam bridge on the bridge deck;

[0083] Figure 8 This is a schematic diagram of the beam end rotation angle of the existing continuous simply supported beam bridge after the main beam is deflected;

[0084] Fig. 9 This is a schematic diagram of cracks in an existing continuous simply supported beam bridge at the beam end corner;

[0085] Fig.10 Schematic diagram of cracks in an existing continuous simply supported beam bridge under uneven settlement of piers.

[0086] Reference numerals

[0087] 1-first main beam, 2-second main beam, 121-support, 122-web, 123-end cross beam, 124-bridge deck, 3-main beam, 31-lower structure, 32-structural joint, 33-cast-in-place leveling layer, 331-thin asphalt layer covered with plastic film, 332-leveling layer steel bars, 333-gap along the length of the bridge, 34-bridge deck waterproofing layer, 35-asphalt pavement layer, 351-isolation film, 36-expansion Seam, 4-simply supported arch structure of bridge deck, 41-simply supported arch plate, 42-arch bottom formwork, 43-elastic pad, 44-sliding pad, 441-anti-shear steel bar, 45-sealing waterproof layer, 451-partition board, 452-stainless steel plate, 5-rigid connection structure of bridge deck, 51-embedded steel bar, 52-connecting steel bar, 53-post-cast concrete slab, 6-vertical tie rod, 61-U-shaped anchor bolt, 62-nut, 63-sleeve. DETAILED DESCRIPTION

[0088] The present invention is further described in detail below in conjunction with test examples and specific implementation methods. However, this should not be understood as the scope of the above subject matter of the present invention being limited to the following embodiments, and all technologies realized based on the content of the present invention belong to the scope of the present invention.

[0089] Example 1

[0090] This embodiment provides a simply supported beam bridge deck connection structure based on separation design, such as Figure 1-4 As shown, the bridge deck connection structure is used to connect the main beams 3 arranged adjacently along the bridge direction. The bridge deck connection structure is arranged at the structural seam 32 between the first main beam 1 and the second main beam 2, and the straight-line distance F of the structural seam 32 is ≥16cm. The bridge deck connection structure includes a bridge deck simply supported arch structure 4 and a bridge deck rigid connection structure 5 from top to bottom; the bridge deck rigid connection structure 5 is rigidly connected to the bridge deck of the first main beam 1 and the bridge deck of the second main beam 2 respectively. There is no steel bar connection between the bridge deck simply supported arch structure 4 and the main beams on both sides and the cast-in-place leveling layer 33.

[0091] A plurality of vertical tie rods 6 are vertically arranged between the bridge deck simply supported arch structure 4 and the bridge deck rigid connection structure 5. The plurality of vertical tie rods 6 are spaced apart along the transverse direction of the bridge. The vertical tie rods 6 are located in the middle position of the structural seam 32. Tension force is applied in the vertical tie rods 6, and the tension force acts on the bridge deck simply supported arch structure 4 and the bridge deck rigid connection structure 5.

[0092] The vertical pull rod 6 includes a U-shaped anchor bolt 61, and the opening of the U-shaped anchor bolt 61 is set downward. The top of the U-shaped anchor bolt 61 is buried between the centroid and the upper edge of the mid-span section of the bridge deck simply supported arch structure 4, and the bottom of the U-shaped anchor bolt 61 extends out of the bottom surface of the bridge deck rigid structure 5 and is equipped with a nut 62 for tensioning and anchoring.

[0093] The part of the vertical tie rod 6 buried in the bridge deck rigid connection structure 5 is sleeved with a sleeve 63, the bottom of the sleeve 63 is flush with the bottom surface of the bridge deck rigid connection structure 5, and the top of the sleeve 63 extends out of the top surface of the bridge deck rigid connection structure 5. The outer diameter of the U-shaped anchor bolt 61 is smaller than the sleeve 63, and after passing through the sleeve 63, it is anchored by the nut 62 to directly transmit the tension force to the bridge deck simply supported arch structure 4 and the bridge deck rigid connection structure 5.

[0094] The end of the bridge deck of the first main beam 1 is provided with a first groove, and the end of the bridge deck of the second main beam 2 is provided with a second groove. The bridge deck simply supported arch structure 4 is provided in the area between the first groove and the second groove. The bridge deck simply supported arch structure 4 includes a simply supported arch plate 41, an arch bottom mold 42 and an elastic pad 43; the arch bottom mold 42 is provided on the bridge deck in the first groove and the second groove, and the span of the arch bottom mold 42 is L3, and L3 is the maximum distance L3 of the center line of the support 121 between the first main beam 1 and the second main beam 2; the elastic pad 43 is provided at the arch bottom mold 42. The arch feet on both sides of the mold 42 abut the bridge deck, and the simply supported arch plate 41 is arranged on the top of the arch bottom mold 42. The simply supported arch plate 41 is a cast-in-place reinforced concrete structure. The arch feet of the simply supported arch plate 41 are abutted and connected with the elastic pad 43. The two sides of the simply supported arch plate 41 are vertical surfaces, and a sealing waterproof layer 45 is arranged between the vertical surfaces and the vertical side walls of the bridge deck; the sealing waterproof layer 45 is a waterproof material and vertically separates the simply supported arch plate 41 and the cast-in-place leveling layer 33. The steel bars in the cast-in-place leveling layer 33 are completely buried in the concrete of the cast-in-place leveling layer 33 and do not pass through the sealing waterproof layer 45.

[0095] The first groove and the second groove respectively include a vertical first surface and a horizontal second surface, and a right-angled internal angle is formed between the first surface and the second surface; the right-angled internal angle has an arc transition surface, the arch foot of the simply supported arch plate 41 is arc-shaped, and the elastic pad 43 is fan-shaped, and the shape of the elastic pad 43 is adapted to the shape of the arc transition surface of the right-angled internal angle.

[0096] The simply supported arch structure 4 of the bridge deck further includes a sliding pad 44, which is a stainless steel structure, is pre-buried in the bridge deck, is arranged at the right-angle inner corner, is in an arc shape, and is prefabricated with the first main beam 1 or the second main beam 2. A first contact surface is formed between the elastic pad 43 and the simply supported arch plate 41, and a second contact surface is formed between the elastic pad 43 and the sliding pad 44, and the friction coefficient of the first contact surface is greater than the friction coefficient of the second contact surface.

[0097] The elastic modulus of the arch bottom mold 42 does not exceed 1 / 500 of the elastic modulus of the simply supported arch plate 41, and the elastic modulus of the elastic pad 43 is greater than the elastic modulus of the arch bottom mold 42. The arch bottom mold 42 is made of foam material, the elastic pad 43 is made of polytetrafluoroethylene material, and the sealing waterproof layer 45 is made of asphalt mastic or polyurethane waterproof sealing paste.

[0098] In this embodiment, the thickness of the bridge deck where the first groove and the second groove are located is greater than the thickness of the bridge deck at the mid-span section of the main beam, and the bridge deck is pre-embedded with anti-punching steel bars 441, which are arranged at an obliquely lower position of the sliding pad 44. The vertical height of the bridge deck simply supported arch structure 4 is greater than the depth of the first groove or the second groove, and the top surface of the bridge deck is provided with a cast-in-place leveling layer 33, and the top surface of the cast-in-place leveling layer 33 is flush with the top surface of the bridge deck simply supported arch structure 4.

[0099] The depth of the first groove is H 41 , the depth of the second groove is H 42 The thickness of the cast-in-place leveling layer 33 is H 33 The height of the simply supported arch structure 4 is (H 41 or H 42 )+H 33 The top surface of the bridge deck also includes a bridge deck waterproof layer 34 and an asphalt pavement layer 35. An isolation film 351 is provided between the asphalt pavement layer 35 and the top surface of the simply supported arch plate 41. The isolation film 351 is made of a chloroprene rubber sheet. The area of ​​the isolation film 351 is consistent with the surface area of ​​the top surface of the simply supported arch plate 41. The isolation film 351 is laid after the material of the simply supported arch plate 41 hardens and can slide on the top surface of the simply supported arch plate 41.

[0100] The top surface of the sealing waterproof layer 45 is provided with a stainless steel plate 452, and the longitudinal dimension L of the stainless steel plate 452 is 452 Not less than 3 times the longitudinal dimension of the sealing waterproof layer 45. Before applying the sealing waterproof layer 45, the partition board 451 (usually a thin aluminum plate or a plastic plate) can be pre-buried, and after the cast-in-place concrete of the cast-in-place leveling layer 33 and the simply supported arch plate 41 is initially set, it is taken out and then filled with the sealing waterproof layer 45.

[0101] The bridge deck rigid connection structure 5 is arranged between the structural joints 32, and the end faces of the bridge deck rigid connection structure 5 coincide with the outer contours of the bridge deck end faces of the first main beam 1 and the second main beam 2, respectively. The bridge deck rigid connection structure 5 includes a post-cast concrete slab 53 and embedded steel bars 51 embedded in the post-cast concrete slab 53. Several groups of embedded steel bars 51 are arranged at intervals along the transverse direction of the main beam. Each group of embedded steel bars 51 includes a first steel bar and a second steel bar of the same structure. The first steel bar is arranged in the bridge deck of the first main beam 1, and the second steel bar is arranged in the bridge deck of the second main beam 2. The first steel bar and the second steel bar are both U-shaped structures. The open end of the first steel bar is embedded in the first main beam 1, and the closed end of the first steel bar is embedded in the post-cast concrete slab 53. The first steel bar and the second steel bar arranged opposite to each other are connected by connecting steel bars 52. The net distance between the bottom surface of the bridge deck rigid connection structure 5 and the top surface of the bridge substructure 31 is not less than 60cm.

[0102] Example 2

[0103] This embodiment provides a continuous simply supported beam bridge based on a separation design. Figure 5 As shown, it includes N bridge piers arranged at intervals, N-1 prefabricated main beams are erected on the N bridge piers, and the simply supported beam bridge deck connection structure described in Example 1 is arranged between the adjacent main beams along the bridge direction. The main beam includes a bridge deck 124, a web 122 is arranged at the lower part of the bridge deck 124, and end cross beams 123 are respectively arranged at the two ends of the main beam, and the embedded steel bars 51 extend into the bridge deck 124 with an overlapping surface with the end cross beam 123 along the bridge direction.

[0104] Example 3

[0105] This embodiment provides a construction method for a continuous simply supported beam bridge on a bridge deck based on a separation design, wherein the continuous simply supported beam bridge on the bridge deck is the structure of embodiment 2, combined with Figure 6 As shown,

[0106] The steps include:

[0107] Step 1: construct a prefabricated structure on the completed bridge piers and supports 121 according to the construction design drawing. During the prefabrication of the main beam, a groove for installing the bridge deck simply supported arch structure 4 is provided at the end thereof. A sliding pad 44 and an elastic pad 43 are provided in the groove. Embedded steel bars 51 are provided at the end of the bridge deck.

[0108] Step 2, build the formwork, install the connecting steel bars 52 between the relative embedded steel bars 51, place the U-shaped anchor bolts and sleeves 63 of the vertical tie rods 6, and then pour the concrete to form a post-cast concrete slab 53 after initial setting;

[0109] Step 3, pre-embed the partition board 451 on the first surface of the groove, place the arch bottom mold 42 above the post-cast concrete board 53, and then cast the concrete of the simply supported arch board 41 and the cast-in-place leveling layer 33. After the concrete is initially set, take out the partition board 451 and fill in the sealing waterproof layer 45;

[0110] Step 4, covering the isolation film 351 on the top surface of the simply supported arch plate 41, and covering the stainless steel plate 452 on the top surface of the sealing waterproof layer 45;

[0111] Step 5: After the maintenance of the simply supported arched plate 41 and the post-cast concrete plate 53 is completed, the construction personnel enter the bottom of the post-cast concrete plate 53 and screw in the nut 62 to achieve tensioning and anchoring of the vertical tie rod 6;

[0112] Step 6: integrally construct the bridge deck waterproofing layer 34 and the asphalt pavement layer 35 on the top surface of the cast-in-place leveling layer 33, thus completing the construction of the bridge deck continuous simply supported beam bridge.

[0113] Example 4

[0114] This embodiment provides a method for optimizing the design of a continuous simply supported beam bridge deck based on a separation design, which specifically includes the following steps:

[0115] S1. According to the dimensions of the lower structure 31 along the bridge and the plane requirements of the arrangement of the 121 support 121, determine the maximum value F of the straight-line distance F of the structural joint 32. max , and further obtain the maximum distance L3 between the center line of the support 121 of the first main beam 1 and the second main beam 2, and obtain the calculated spans of the first main beam 1 and the second main beam 2 are L 10 , L 20 ;

[0116] S2, according to the calculated span L of the first main beam 1 10 The beam height H0 is proposed based on design experience. The prestressed beam configuration is obtained after the simple supported beam model is modeled and the design load is applied. At the same time, the maximum rotation angle of the beam end is calculated as θ1. The 10 cm above the upper edge of the uppermost prestressed beam anchor plate is taken as the provisional upper edge line A1 of the bridge deck end surface. The vertical distance between the provisional upper edge line A1 of the bridge deck end surface and the bottom surface of the cast-in-place leveling layer 33 is H 41 Similarly, the vertical distance between the provisional upper edge line A2 of the bridge deck end face of the second main beam 2 and the bottom surface of the cast-in-place leveling layer 33 is H 42 and the maximum rotation angle at the beam end is θ2, take H 41 With H 42 The smaller of the two is the temporary upper edge line corresponding to the final upper edge line A4 of the bridge deck of the first main beam 1 and the second main beam 2, and H 43 =min(H 41 ,H 42 );

[0117] S3, take the intersection of the cross-sectional plane at the center line of the support 121 of the first main beam 1 and the horizontal plane passing through the upper edge line A4 of the end surface of the bridge deck as the theoretical arch foot line B1, and similarly take the intersection of the cross-sectional plane at the center line of the support 121 of the second main beam 2 and the horizontal plane passing through the upper edge line A4 of the end surface of the bridge deck as the theoretical arch foot line B2, and the horizontal distance between B1 and B2 is the calculated span L4 of the simply supported arch plate 41; let L4 = L3, at this time, the deformation influence of the main beam end angle on both sides of the simply supported arch plate 41 is minimal;

[0118] S4. Define the arch axis of the simply supported arch slab as a parabola and the top surface of the slab flush with the cast-in-place leveling layer. Define the total width of the bridge deck in the transverse direction as W, the thickness of the mid-span section of the simply supported arch slab as H4, and the thickness of the cast-in-place leveling layer as H. 33 , then the theoretical arch height of the simply supported arch plate is H f =(H 33 +H 43 )-H4, assuming that a unit concentrated force P=1 acts on the mid-span section and the arch feet on both sides are constrained by fixed hinge supports, the horizontal and vertical reaction forces at the theoretical arch foot line B1 are calculated by the force method of structural mechanics as V x 、V z , then the bending moment of the mid-span section of the simply supported arched plate is M4 = V z *L4 / 2-V x *H f , the tensile stress at the lower edge of the mid-span section is σ4 + =M4 / (W*H4 2 / 6), the method of finding the extreme value of the function is used to solve the problem of making σ4 + The minimized H4 is denoted as H 44 , which is the optimal mid-span section thickness of the simply supported arched slab;

[0119] S5. The contact area between the arch foot of the simply supported arch plate and the elastic pad is S = W*π*R4 / 2, R4 is the radius of the arc of the arch foot, and the total tension force of the vertical tie rod is defined as N, then the compressive stress of the elastic pad is σ3 ﹣ =N / (V z / (V x 2 +V z 2 ) 0.5 ) / S, according to the design requirements of the waterproof level, use σ3 ﹣ Take a required value in the range of [-2,-0.1]MPa and substitute it into the above formula to determine the corresponding actual tension force N of the vertical tie rod. + ;

[0120] S6, N +, θ1 and θ2 are applied to the mid-span, left end and right end of the two-end consolidated beam with equal cross-section and width W and height H5, respectively, and the most unfavorable positive and negative bending moments under the bearing capacity combination are obtained, respectively. 51 、M 52 , then the corresponding most unfavorable tensile stresses are σ 51 + =M 51 / (W*H5 2 / 6)、σ 52 + =M 52 / (W*H5 2 / 6), mathematical programming method is used to solve the min(σ 51 + ,σ 52 + ) minimized H5 and recorded as H 55 , which is the optimal thickness of the bridge deck rigid connection structure;

[0121] S7. Complete the design and reinforcement of the remaining bridge components according to the basic principles of concrete structure design and conventional methods.

[0122] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions and improvements made within the spirit and principles of the present invention should be included in the protection scope of the present invention.

Claims

1. A bridge deck connection structure of a simply supported beam bridge based on a separation design, the bridge deck connection structure is used to connect main beams (3) arranged adjacently along the bridge direction, characterized in that: The bridge deck connection structure is arranged at the structural joint (32) between the first main beam (1) and the second main beam (2), and the bridge deck connection structure comprises, from top to bottom, a bridge deck simply supported arch structure (4) and a bridge deck rigid connection structure (5); the bridge deck rigid connection structure (5) is rigidly connected to the bridge deck of the first main beam (1) and the bridge deck of the second main beam (2), respectively; the end of the bridge deck of the first main beam (1) is provided with a first groove, and the end of the bridge deck of the second main beam (2) is provided with a second groove, the arch foot of the bridge deck simply supported arch structure (4) is respectively in contact with the inner corners of the first groove and the second groove, and there is no steel bar connection between the bridge deck simply supported arch structure and the main beams on both sides.

2. The simply supported beam bridge deck connection structure based on separation design according to claim 1 is characterized in that: The straight-line distance F of the structural seam (32) is ≥16 cm.

3. The simply supported beam bridge deck connection structure based on separation design according to claim 1 is characterized in that: A plurality of vertical tie rods (6) are vertically arranged between the bridge deck simply supported arch structure (4) and the bridge deck rigid connection structure (5), and the plurality of vertical tie rods (6) are arranged at intervals along the transverse direction of the bridge, and the vertical tie rods (6) are located in the middle of the structural joint (32).

4. The simply supported beam bridge deck connection structure based on separation design according to claim 3 is characterized in that: The vertical tie rod is in a pre-tensioned state, and the pre-tensioned force acts on the simply supported arch structure of the bridge deck and the rigid connection structure of the bridge deck.

5. The simply supported beam bridge deck connection structure based on separation design according to claim 3 is characterized in that: The vertical tie rod (6) includes a U-shaped anchor bolt (61), the opening of the U-shaped anchor bolt (61) is arranged downward, the top of the U-shaped anchor bolt (61) is buried between the centroid and the upper edge of the mid-span section of the bridge deck simply supported arch structure (4), and the bottom of the U-shaped anchor bolt (61) extends out of the bottom surface of the bridge deck rigid structure (5) and is equipped with a nut (62) for tensioning and anchoring.

6. The simply supported beam bridge deck connection structure based on separation design according to claim 5 is characterized in that: The part of the vertical tie rod (6) buried in the bridge deck rigid connection structure (5) is sleeved with a sleeve (63), the bottom of the sleeve (63) is flush with the bottom surface of the bridge deck rigid connection structure (5), and the top of the sleeve (63) extends out of the top surface of the bridge deck rigid connection structure (5). The outer diameter of the U-shaped anchor bolt is smaller than the sleeve, and after passing through the sleeve, it is anchored by a nut to directly transfer the tension force to the bridge deck simply supported arch structure and the bridge deck rigid connection structure.

7. The simply supported beam bridge deck connection structure based on separation design according to claim 1 is characterized in that: The vertical height of the bridge deck simply supported arch structure (4) is greater than the depth of the first groove or the second groove, and a cast-in-place leveling layer (33) is provided on the top surface of the bridge deck (124), and the top surface of the cast-in-place leveling layer (33) is flush with the top surface of the bridge deck simply supported arch structure (4).

8. The simply supported beam bridge deck connection structure based on separation design according to claim 1 is characterized in that: The simply supported arch structure (4) of the bridge deck is arranged in the area between the first groove and the second groove, and the simply supported arch structure (4) of the bridge deck comprises a simply supported arch plate (41), an arch bottom mold (42) and an elastic pad (43); the arch bottom mold (42) is arranged on the bridge deck (124) in the first groove and the second groove, and the span of the arch bottom mold is L3, where L3 is the distance between the center lines of the supports of the first main beam and the second main beam; the elastic pad (43) is arranged at the position where the arch feet on both sides of the arch bottom mold (42) abut against the bridge deck (124), and the simply supported arch plate (41) The simply supported arch plate (41) is arranged on the top of the arch bottom form (42), and is a cast-in-place reinforced concrete structure. The arch foot of the simply supported arch plate (41) is abutted and connected with the elastic pad (43). The two sides of the simply supported arch plate (41) are vertical surfaces, and a sealing waterproof layer (45) is arranged between the vertical surface and the vertical side wall of the bridge deck. The sealing waterproof layer (45) is made of impermeable material and vertically separates the simply supported arch plate (41) and the cast-in-place leveling layer (33). The steel bars in the cast-in-place leveling layer (33) are completely buried in the concrete of the cast-in-place leveling layer (33) and do not pass through the sealing waterproof layer (45).

9. The simply supported beam bridge deck connection structure based on separation design according to claim 8, characterized in that: The first groove and the second groove respectively comprise a vertical first surface and a horizontal second surface, and a right-angled internal angle is formed between the first surface and the second surface; the right-angled internal angle has an arc transition surface, the arch foot of the simply supported arch plate (41) is arc-shaped, the elastic pad (43) is fan-shaped, and the shape of the elastic pad (43) is adapted to the shape of the arc transition surface of the right-angled internal angle.

10. The simply supported beam bridge deck connection structure based on separation design according to claim 9, characterized in that: The simply supported arch structure (4) of the bridge deck also includes a sliding pad (44), which is a stainless steel structure. The sliding pad (44) is pre-buried in the bridge deck (124), and the sliding pad (44) is arranged at the right-angled inner corner. The sliding pad (44) is in an arc shape, and the sliding pad (44) is prefabricated with the first main beam (1) or the second main beam (2).

11. The simply supported beam bridge deck connection structure based on separation design according to claim 10, characterized in that: A first contact surface is formed between the elastic pad (43) and the simply supported arch plate (41), and a second contact surface is formed between the elastic pad (43) and the sliding pad (44), and the friction coefficient of the first contact surface is greater than the friction coefficient of the second contact surface.

12. The simply supported beam bridge deck connection structure based on separation design according to claim 9, characterized in that: The elastic modulus of the arched bottom mold (42) does not exceed 1 / 500 of the elastic modulus of the simply supported arched plate (41), and the elastic modulus of the elastic pad (43) is greater than the elastic modulus of the arched bottom mold (42).

13. The simply supported beam bridge deck connection structure based on separation design according to claim 8, characterized in that: The arch bottom mold (42) is made of foam material, the elastic pad (43) is made of polytetrafluoroethylene material, and the sealing waterproof layer (45) is made of asphalt mastic or polyurethane waterproof sealing paste.

14. The simply supported beam bridge deck connection structure based on separation design according to claim 10, characterized in that: The thickness of the bridge deck (124) where the first groove and the second groove are located is greater than the thickness of the bridge deck (124) in the mid-span section of the main beam. Anti-punching shear steel bars (441) are pre-embedded in the bridge deck (124), and the anti-punching shear steel bars (441) are arranged at a position obliquely below the sliding pad (44).

15. The simply supported beam bridge deck connection structure based on separation design according to claim 14, characterized in that: The top surface of the bridge deck (124) is also provided with a bridge deck waterproof layer (34) and an asphalt pavement layer (35), and an isolation film (351) is provided between the asphalt pavement layer (35) and the top surface of the simply supported arched plate (41).

16. The simply supported beam bridge deck connection structure based on separation design according to claim 15, characterized in that: The isolation film (351) is made of a chloroprene rubber sheet. The area of ​​the isolation film (351) is consistent with the surface area of ​​the top surface of the simply supported arch plate. The isolation film (351) is laid after the material of the simply supported arch plate (41) hardens and can slide on the top surface of the simply supported arch plate (41).

17. The simply supported beam bridge deck connection structure based on separation design according to claim 14, characterized in that: The top surface of the sealing waterproof layer (45) is provided with a stainless steel plate (452), and the longitudinal dimension L of the stainless steel plate (452) is 452 Not less than 3 times the dimension of the sealing and waterproof layer (45) along the bridge.

18. The simply supported beam bridge deck connection structure based on separation design according to claim 1, characterized in that: The bridge deck rigid connection structure (5) is arranged between the structural joints (32), and the end faces of the bridge deck rigid connection structure (5) respectively coincide with the outer contours of the end faces of the bridge decks of the first main beam (1) and the second main beam (2). The bridge deck rigid connection structure (5) comprises a post-cast concrete slab (53) and embedded steel bars (51) embedded in the post-cast concrete slab (53). A plurality of groups of embedded steel bars (51) are arranged at intervals along the transverse direction of the main beams, and each group of embedded steel bars (51) comprises a first steel bar and a second steel bar of the same structure. The first steel bar is arranged in the bridge deck of the first main beam (1), and the second steel bar is arranged in the bridge deck of the second main beam (2).

19. The simply supported beam bridge deck connection structure based on separation design according to claim 18, characterized in that: The first steel bar and the second steel bar are both U-shaped structures, the open end of the first steel bar is embedded in the first main beam (1), and the closed end of the first steel bar is embedded in the post-cast concrete slab (53). The first steel bar and the second steel bar are connected to each other via a connecting steel bar (52), and the net distance between the bottom surface of the bridge deck rigid connection structure (5) and the top surface of the bridge substructure (31) is not less than 60 cm.

20. A continuous simply supported beam bridge with a bridge deck based on a separation design, comprising N bridge piers arranged at intervals, and N-1 prefabricated main beams are mounted on the N bridge piers, characterized in that: A simply supported beam bridge deck connection structure as described in any one of claims 1 to 19 is arranged between the adjacent prefabricated main beams along the bridge direction.

21. A construction method for a continuous simply supported beam bridge based on a separation design according to claim 20, characterized in that: The steps include: Step 1: construct a prefabricated structure on the completed bridge piers and supports according to the construction design drawing. During the prefabrication of the main beam, a groove for installing the simply supported arch structure of the bridge deck is provided at the end thereof. A sliding pad and an elastic pad are provided in the groove, and embedded steel bars are provided at the end of the beam plate. Step 2: Build the formwork, install the connecting steel bars between the relative embedded steel bars, place the U-shaped anchor bolts and sleeves of the vertical tie rods, and then pour the concrete to form a post-cast concrete slab after initial setting; Step 3, pre-embed a partition board on the first surface of the groove, place an arched bottom mold above the post-cast concrete slab, and then cast the simply supported arched slab and the cast-in-place leveling layer. After the concrete is initially set, take out the partition board and fill in the sealing waterproof layer; Step 4, covering the top surface of the simply supported arched plate with an isolation film, and covering the top surface of the sealing waterproof layer with a stainless steel plate; Step 5: After the curing of the simply supported arch slab and the post-cast concrete slab is completed, the construction personnel enter the bottom of the post-cast concrete slab and screw in the nuts to achieve tensioning and anchoring of the vertical tie rods; Step 6: integrally construct the bridge deck waterproofing layer and asphalt pavement layer on the top surface of the cast-in-place leveling layer, thus completing the construction of the continuous simply supported beam bridge on the bridge deck.

22. An optimization design method for a continuous simply supported beam bridge based on separation design according to claim 21, characterized in that: The steps include: S1. According to the dimensions of the lower structure along the bridge and the plane requirements of the support arrangement, determine the maximum value of the straight line distance F of the structural joint. max , and further obtain the maximum distance L3 between the center lines of the first main beam and the second main beam, and the calculated spans of the first main beam and the second main beam are L 10 , L 20 ; S2, based on the calculated span L of the first main beam 10 The beam height H0 is proposed based on design experience. The prestressed beam configuration is obtained after modeling the simply supported beam and applying the design load. At the same time, the maximum rotation angle of the beam end is calculated as θ1. The 10 cm above the upper edge of the uppermost prestressed beam anchor plate is taken as the provisional upper edge line A1 of the bridge deck end surface. The vertical distance between the provisional upper edge line A1 of the bridge deck end surface and the bottom surface of the cast-in-place leveling layer is H. 41 ; Similarly, the vertical distance between the provisional upper edge line A2 of the second main beam bridge deck end surface and the bottom surface of the cast-in-place leveling layer is H 42 and the maximum rotation angle at the beam end is θ2, take H 41 With H 42 The smaller of the two is the temporary upper edge line corresponding to the final upper edge line A4 of the first main beam and the second main beam bridge deck, and H 43 =min(H 41 ,H 42 ); S3. Take the intersection of the cross-sectional plane at the center line of the first main beam support and the horizontal plane passing through the upper edge line A4 of the bridge deck end surface as the theoretical arch foot line B1. Similarly, take the intersection of the cross-sectional plane at the center line of the second main beam support and the horizontal plane passing through the upper edge line A4 of the bridge deck end surface as the theoretical arch foot line B2. The horizontal distance between B1 and B2 is the calculated span L4 of the simply supported arch slab. Let L4 = L3. At this time, the deformation of the simply supported arch slab is minimally affected by the rotation angle of the main beam ends on both sides. S4. Define the arch axis of the simply supported arch slab as a parabola and the top surface of the slab flush with the cast-in-place leveling layer. Define the total width of the bridge deck in the transverse direction as W, the thickness of the mid-span section of the simply supported arch slab as H4, and the thickness of the cast-in-place leveling layer as H. 33 , then the theoretical arch height of the simply supported arch plate is H f =(H 33 +H 43 )-H4, assuming that a unit concentrated force P=1 acts on the mid-span section and the arch feet on both sides are constrained by fixed hinge supports, the horizontal and vertical reaction forces at the theoretical arch foot line B1 are calculated by the force method of structural mechanics as V x 、V z , then the bending moment of the mid-span section of the simply supported arched plate is M4 = V z *L4 / 2-V x *H f , the tensile stress at the lower edge of the mid-span section is σ4 + =M4 / (W*H4 2 / 6), the method of finding the extreme value of the function is used to solve the problem of making σ4 + The minimized H4 is denoted as H 44 , which is the optimal mid-span section thickness of the simply supported arched slab; S5. The contact area between the arch foot of the simply supported arch plate and the elastic pad is S = W*π*R4 / 2, R4 is the radius of the arc of the arch foot, and the total tension force of the vertical tie rod is defined as N, then the compressive stress of the elastic pad is σ3 ﹣ =N / (V z / (V x 2 +V z 2 ) 0.5 ) / S, according to the design requirements of the waterproof level, use σ3 ﹣ Take a required value in the range of [-2,-0.1]MPa and substitute it into the above formula to determine the corresponding actual tension force N of the vertical tie rod. + ; S6, N + , θ1 and θ2 are applied to the mid-span, left end and right end of the two-end consolidated beam with equal cross-section and width W and height H5, respectively, and the most unfavorable positive and negative bending moments under the bearing capacity combination are obtained, respectively. 51 、M 52 , then the corresponding most unfavorable tensile stresses are σ 51 + =M 51 / (W*H5 2 / 6)、σ 52 + =M 52 / (W*H5 2 / 6), mathematical programming method is used to solve the min(σ 51 + ,σ 52 + ) minimized H5 and recorded as H 55 , which is the optimal thickness of the bridge deck rigid connection structure; S7. Complete the design and reinforcement of the remaining bridge components according to the basic principles of concrete structure design and conventional methods.

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